CN109778721A - Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation - Google Patents
Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation Download PDFInfo
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Abstract
Bridge is carried out the invention discloses synchronization of jacking up bridge top and the bottom structure and increases the method for transformation, by the change application to bracing members system, has been expanded jack lifting technique and has been increased the scope of application in rebuilding construction in bridge；The problem of it is high that this method solve bridging toughening reconstructed costs, long construction period, under the premise of guaranteeing bridge span structure safety, improves construction efficiency, reduces construction cost；The present invention takes full advantage of the changeable feature of jacking steel support combinations, when meeting the jacking of bridge top and the bottom structure synchronization, has reserved the construction space of substructure transformation, has needed synchronization of jacking up and substructure rebuilding construction suitable for bridge top and the bottom structure.
Description
Technical field
The invention belongs to construction project technical fields, and in particular to synchronization of jacking up bridge top and the bottom structure carries out bridge and increases
The method of transformation.
Background technique
With greatly developing for highway bridge, many old bridges carry out increasing rebuilding construction, complete in order to improve bridge
The utilization rate of good structure, reducings the construction costs, and should carry out jack-up construction to bridge；According to the difference that bridge structure is transformed, selection
Different support systems carries out bridge and wholly or partially jacks.
When existing bridge carries out when increasing retrofit work of substructure, due to construction space to be reserved, and convenient for construction
Tissue, using existing superstructure is removed, is transformed construction to substructure, then weigh usually from the point of view of safety
Superstructure is built, bridge is completed and raises.
By removing existing superstructure, infrastructure is transformed, then rebuild new superstructure, realizes that bridge adds
Height transformation the characteristics of construction is simple, is increased in rebuilding construction in bridge and is widely used with technology maturation；But due to removing
Existing structure is more, and needs to rebuild superstructure, causes the construction period long, at high cost.
We, which has developed a kind of synchronization of jacking up bridge top and the bottom structure and carries out bridge, in order to solve problem above increases and changes
The method made.
Summary of the invention
The object of the invention is that providing synchronization of jacking up bridge top and the bottom structure to solve the above-mentioned problems and carrying out bridge
The method that beam increases transformation.
The present invention through the following technical solutions to achieve the above objectives:
Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation, comprising the following steps:
S1, structure improvement is carried out to jacking support construction, realizes the jacking of top and the bottom structure synchronization；
S2, limiting device is installed around jacking support construction, reduces jacking horizontal displacement, it is ensured that on climbing structure is vertical
It rises；
S3, installation measuring instrument, carry out jacking monitoring；
S4, jacking, and anchoring temporarily are synchronized to spanning top and the bottom structure；
S5, substructure increase and is transformed and falls beam, climbing structure is made accurately to arrive at design position；
S6, the transformation of remaining structure object is completed, removes climbing structure, equipment is withdrawn from the arena.
Preferably, above-mentioned steps S1 specifically includes the following steps:
A1, reinforced concrete foundation is set below existing pier stud, undertakes the load of climbing structure transmitting；
A2, flanged (FLGD) steel pipe column support is arranged above counter-force basis, steel pipe column bottom and counter-force basis carry out bolt
Anchoring and epoxy resin mortar are levelling, and jacking superstructure bracing members are arranged along bent cap direction, jack along top and the bottom structure bracing members
Road direction arrangement；
A3, the distribution beam under arrangement above steel pipe column, lower distribution beam are welded into box-structure using 2 I-steel side by side,
Jacking load is evenly distributed in steel pipe column support；
A4, self-locking type hydraulic jack, mating oil pump and bridge synchronous jacking system are installed above lower distribution beam；
Upper distribution beam or shoulder pole girder are arranged above A5, jack, are all made of 4 I-steel and are welded into the double-deck box knot side by side
Structure, upper distribution beam pass through band epoxy resin mortar steel cushion block and contact leveling with beam body bottom, and shoulder pole girder passes through epoxy resin mortar and bent cap bottom
Portion's contact leveling；
A6, steel pipe column support are reinforced by welding channel steel stull and angle steel diagonal brace；Distribution beam, shoulder pole girder weld rigid floor and
Upper lower steel plate is reinforced.
Preferably, the limiting device installation method in above-mentioned steps S2 the following steps are included:
More B1, installation steel pipe columns are arranged in spanning surrounding, connect with counter-force foundation anchor, epoxy resin mortar leveling；
B2, longitudinal connection of transverse direction and appropriate location is carried out in steel pipe column two sides with channel steel, it is oblique to be coupled with angle steel,
Limit steel pipe column is set to form a frame entirety completely, by the existing column, newly building bridge of the frame system middle and upper part and bridge
Column top effectively coupled；
B3, vertical channel steel is welded close to climbing structure side in limit steel pipe column, corresponding superstructure position anchors L-type ox
Leg protrudes into L-type bracket in vertical channel steel, reserves the gap of two pieces of tetrafluoro slide plates, and satisfaction slides vertically.
Preferably, the installation method in above-mentioned steps S3 the following steps are included:
C1, channel steel is welded in jacking steel string supports bottom, arrangement dial gauge is contacted with counter-force basis, carries out sedimentation sight
It surveys；
C2, it is jacking above bent cap, jacking position of the fulcrum installs dial gauge, carries out jacking elevation observation；
C3, control point is arranged in the corresponding jacking Support Position of bridge floor, carry out coordinate elevation prison using level, total station
It surveys；
C4, steel pipe column top is being jacked；Distribution beam, shoulder pole girder span centre；Jacking bent cap, pier stud and hollow Board position are respectively mounted
Foil gauge carries out strain value observation.
Preferably, the operating method in above-mentioned steps S4 the following steps are included:
D1, precompressed is carried out to support construction, it is ensured that jack-up system is stablized；
D2, inspection debugging is carried out to climbing structure and hydraulic system, and collects primary data；
D3, cutting substructure connection, carry out pre- jacking 10mm, and every 5mm carries out a support system detection；
D4, pre- jacking are completed, and support system meets the requirements, formally jacked, and formally jacking every 1cm is a stroke,
Every 4cm is a circulation, every push up one circulation and complete that support system is detected and adjusted；
Two sides temporary steel support, top lifting height 20cm are increased or underpined to D5, top lifting height beyond after hydraulic jack stroke
Steel plate used below or rigid cushion block increase bracing members, replace short bracing members using long bracing members more than 20cm；
D6, top lifting height are more than designed elevation, substructure rebuilding construction space are reserved, to climbing structure after the completion of jacking
Carry out anchoring temporarily.
Preferably, the operating method in above-mentioned steps S5 the following steps are included:
E1, using rope saw cut bent cap, hung and removed using crane piecemeal；
E2, progress pier stud and floor are increased under the reinforcing of jacking state；
E3, the reconstruction for carrying out bridge pier and abutment bent cap respectively by the method for anchor ear and pre-buried I-steel suspended scaffold；
E4, pinner is rebuild according to design requirement；
E5, it falls beam and returns and drop, adjust support, make newly-built Horizontal Force of Bridge Substructure.
Preferably, the operating method in above-mentioned steps S6 the following steps are included:
F1, jacking substructure truncated position concrete chisel removal is carried out, formation upper end is convex, lower end female structure；
F2, jacking substructure truncated position reinforcing bar spreading is carried out；
F3, installation anchor ear, install outside steel pipe above anchor ear；
F4, pour high-intensitive self-compacting concrete make substructure truncated position reconnect；
Lifting-up support is removed after F5, intensity are qualified, mechanical equipment is withdrawn from the arena.
The beneficial effects of the present invention are:
1, it solves bridge superstructure and removes reconstruction long construction period, the high problem of construction cost.
2, solve the problems, such as that the transformation of jacking state substructure is difficult.
3, solve the problems, such as that bridge jacks horizontal direction deviation by a relatively large margin.
4, it solves the problems, such as that jacking is unevenly raised in the process and causes superstructure stress rupture.
Detailed description of the invention
Attached drawing 1 is steel pipe column supporting plane arrangement schematic diagram in the present invention；
Attached drawing 2 is that steel pipe column supports vertical section arrangement schematic diagram in the present invention；
Attached drawing 3 is 2. 7. elevational schematic view in Fig. 2；Wherein (a) is front view；It (b) is left view；
Attached drawing 4 is 1. 8. elevational schematic view in Fig. 2；Wherein (a) is front view；It (b) is left view；
Attached drawing 5 is in Fig. 29. elevational schematic view；Wherein (a) is front view；It (b) is left view；
Attached drawing 6 is support beam section arrangement schematic diagram in the present invention；Wherein (a) is lower distribution beam cross-sectional configuration figure；(b) it is
Upper distribution beam and shoulder pole girder cross-sectional configuration figure；
Attached drawing 7 is hydraulic jack arrangement schematic diagram in the present invention；
Attached drawing 8 is limiting device arrangement schematic diagram in the present invention, wherein (a) is top view；It (b) is 1-1 side view in (a)
Figure；It (c) is 2-2 side view in (a)；
Attached drawing 9 is bent cap dismounting structure schematic diagram in the present invention；Wherein (a) is that side view is cut and disassembled in bent cap；It (b) is lid
Front view is cut and disassembled in beam；
Attached drawing 10 is suspended scaffold structural schematic diagram in the present invention；
Attached drawing 11 is middle standing pillar spreading schematic diagram in the present invention；Wherein (a) is step 1 schematic diagram；(b) show for step 2
It is intended to；It (c) is step 3 schematic diagram；It (d) is step 4 schematic diagram.
In figure: 1, former floor；2, former bent cap；3, distribution beam；4, bracing members；5, former column；6, increase floor；7, I-steel
Distribution beam；8, jack；9, I-shaped gooseneck；10, lower cushion block is pushed up；11, shoulder pole girder；12, the vertical lift beam of I-steel；13, increase vertical
Column；14, steel pipe column；141, flange in the bottom；15, former concrete slab；16, angle steel bridging；17, steel lateral connection supports；18, it limits
It is displaced steel column；19, channel steel；20, clad steel connection support；21, border bracing members；22, safety net；23, general pipe；24, side punching block；
25, bamboo slab rubber；26, channel steel；27, I-steel；28, to pull rod；29, steel plate；30, top column；31, lower pole；32, top
Continued access connects reinforcing bar；33, lower part continued access connects reinforcing bar；34, outsourcing steel pile casting；35, concreting mouth；36, laitance overfall；
41, upper distribution beam；42, lower distribution beam.
Specific embodiment
The present invention will be further explained below with reference to the attached drawings:
The present invention presented below is connecting across the Overpass Bridge of Jingjiu Railway reconstruction and extension project tool of highway Shangqiu to Lankao section suddenly
Body embodiment provides 1 case study on implementation.
1, project profile
Beijing-Kowloon Railway separated interchange bridge superstructure are as follows: 2 × 20m+ (23m+3 × 35m+23m)+2 × 20m prestressing force is empty
Core+Prestressed Continuous steel structure+prestressed cored slab, amount to 9 across, 236.12 meters of overall length of bridge, whole bridge K78+478.99 with
Beijing-Kowloon Railway intersection, 67 degree of the angle of cut, substructure is column pier, ribbed slab abutment, pile foundation.To ensure that under-clearance can expire
1st, 2,8,9 need to be stepped into row jack-up construction by the current double-deck container column of foot.
2, jacking support construction is optimized, under conditions of guaranteeing jacking precision and safety, realizes top and the bottom
Structure synchronization jacking；
The main body of jacking support uses diameter 609mm, wall thickness 16mm, and both-end has the steel pipe column of flange.Every bracing members
Lower part is connect by being implanted into high-strength bolt with concrete counter-force basis, and bottom is carried out levelling using epoxy resin mortar.
Initial segment steel pipe column height according to existing highway bridge headroom actual measurement height be calculated, jacking section using 0.5m, 0.4m,
For the steel pipe columns such as 0.2m as replacement support, it is horizontally-supported that short transverse 1.5m sets a groove steel, it is horizontally-supported up and down between set angle
Steel cross strut.
It is qualified to calculate through inspection, and 4 steel pipe column supports are respectively adopted in both ends pier stud abutment bracing members, and intermediate pier uses 8 steel pipes
Column support, it is vertical that specific arrangement shows former floor 1, former bent cap 2, distribution beam 3, bracing members 4, original as shown in Fig. 1, Fig. 2, in Fig. 1
Column 5；It is shown in Fig. 2 and increases floor 6, I-steel distribution beam 7, jack 8, I-shaped gooseneck 9, top lower cushion block 10, I-steel
Vertical lift beam 12, heightening upright post 13, steel pipe column 14,
500t self-locking type hydraulic jack, liquid are placed in distribution beam under installing above steel pipe column support, lower distribution beam top
It presses and places upper distribution beam or shoulder pole girder above jack, upper distribution beam is located at below cored slab, and shoulder pole girder is located at below bent cap, such as
Shown in Fig. 3,4,5.Shoulder pole girder 11, flange in the bottom 141, former concrete slab 15, angle steel bridging 16, steel are shown in Fig. 3,4,5
Lateral connection supports 17, limiting displacement steel column 18.
Distribution beam and shoulder pole girder are horizontally mounted during installation, and setting height differs between cored slab and upper distribution beam
Leveling block, leveling block made with epoxy resin mortar using steel plate.
Use 45b I-steel as supporting beam, lower distribution beam 1 layer of welding H-bar box-structure side by side, upper distribution beam and
Shoulder pole girder 2 layers of welding H-bar box-structure side by side, as shown in Figure 6.Distribution beam 41, lower distribution beam 42 are shown in Fig. 6；
Steel pipe column Support Position installation 500t self-locking type hydraulic jack, jack upper and lower are corresponded to above lower distribution beam
It is integral to arrange that 2cm thick steel plate is welded with supporting beam；Jack-up system equipment connects 1 liquid using a bridge synchronous jacking system
Press pump station and 8 500t self-locking type hydraulic jack；Jack stretches out 5cm height in advance when installation.
Abutment and end pier respectively arrange 2 hydraulic jacks, and intermediate pier arranges 4 hydraulic jacks, as shown in Figure 7.
3, limiting device is installed around jacking support construction, reduces jacking horizontal displacement, guarantee that climbing structure is vertical on
It rises；
Vertical 609 bracing members are propped up respectively in 1# pier and 8# pier two sides, and each bridge pier two sides set up two, and Zhi Li finishes timely use
Channel steel carries out transverse direction and longitudinal direction connection in steel pipe column two sides every 1.5 meters of height, oblique to carry out weld connection with angle steel, makes 4
Bracing members form a frame entirety completely.Stirrup will be installed on the pier stud of newly building bridge, is had with channel steel and steel frame
Effect connection, bracing members top are vertically and horizontally coupled.
It is vertical welding one 2.5 meters long at appropriate location (each column is close to the side of jacking bridge) on upright of frame
The channel steel of degree installs steel corbel by the way of bar planting connection at plate-girder edge, and it is sliding that the distance between guarantee meets two pieces of tetrafluoros
Plate thickness.Steel corbel is fabricated to L shape, and channel steel is allowed to move up and down along the steel corbel of L shape, and displacement all around should control
Within the scope of 5mm.As shown in Figure 8.Channel steel 19, clad steel connection support 20, border bracing members 21 are shown in Fig. 8.
4, measuring instrument is installed, jacking monitoring is carried out；
Angle steel is welded and fixed every supporting steel pipe column bottom, installation dial gauge is for sinking between angle steel and counter-force basis
Drop observation.
Vertical displacement dial gauge is mounted at former abutment bent cap and the pier stud of cutting, observes the synchronous reading of dial gauge respectively
Difference (beam body vertical displacement amount difference), when displacement difference is more than 2mm, slows down jacking speed, with jacking oil pump oil pressure
Oneself adjustment and recovery reduces shift differences, and when displacement difference is more than 5mm, drop jack is returned in part, until difference reduces
It can continue to jack within 2mm.
Horizontal displacement dial gauge is mounted on the bent cap of old abutment, bridge pier, observes percentage meter reading in position at three respectively
(beam body lateral displacement amount), when there is horizontal displacement, local directed complete set jack jacks speed and reduces displacement to adjust.
At steel pipe column top, supporting beam span centre and fulcrum, cored slab span centre and intermediate pier capping beam position foil gauge is installed.
Strain value variation should be no more than 100 strain units, after there is the variation of large strain value, local callback jack, wait strain
Restore jacking after value is normal.
5, jacking, and anchoring temporarily are synchronized to spanning top and the bottom structure；
Stress by bracket at this is calculated is 231.7t, takes 1.2 safety coefficient, entire bracket need to be applied by obtaining
The power of 2780.4KN is added to carry out precompressed.The live precompressed by the way of existing beam body+additional weight integral jacking, that is, use 1m3
Sandbag fill up sandstone and carry out preloading on the corresponding top bridge floor of bracket, the bulk density through the sand that consults reference materials is about 1.6t/m3,
Each sandbag nearly weighs 1.6t, needs 29 1m of preloading above altogether3Sandbag；By beam body above bracket at this together with sand after the completion of preloading
Bag is jacked from bent cap 1cm upwards, is held lotus 2~3 days, is during which periodically checked bracket at this, checks bracket with the presence or absence of change
Shape, with the presence or absence of sedimentation etc., stringent record material.
1#8# strutting system is arranged in above the newly-increased strip footing in bridge pier two sides, it is contemplated that the limited bracket at this in place without
Method preloading, selection, which is reacted to by jack to bent cap applied force, carries out precompressed on bracket, construction method is as follows:
Stress by bracket at this is calculated is 542.2t, takes 1.2 safety coefficient, entire bracket need to be applied by obtaining
The power of 6506.4KN is added to carry out precompressed.Stress anti-pass is added to be delivered to bracket using rack-mount jack pair bent cap bottom application
On, when showing that data calculate that support force reaches 6506.4KN at this by pressure gauge, carries out holding lotus inspection, check that bracket is
It is no to there is deformation, with the presence or absence of sedimentation etc., stringent record material.
Measuring instrument is installed before jacking, records primary data, and debug to bridge synchronous jacking system, corrects 8
Stretching retraction value under hydraulic jack different pressures, it is ensured that jack is synchronous.
Before formal jacking, jacked in advance.After making jack stress, connected using pier stud among diamond rope saw cutting
It connects, observe jack-up system state after pier stud is cut off and acquires data, start pre- jacking after tending to be steady.
First time top lifting height is 5mm or so, observes the state of whole system, is lifted when total data is normal, then by beam body
10mm is risen to, the state of whole system is observed, total data normally can be jacked formally.
Formally jacking each jacking standard stroke is 10mm, all needs to increase interim billet after each standard stroke,
Every four standard strokes are a jacking circulation, and each jacking recycles 4cm, and each jacking adjusts bracing members after circulation terminates.When
Measuring 8 each circulation height errors of jacking point is more than 5mm, and the mode for taking local jack to eject or bounce back is adjusted
Section.
(underpin steel pipe column segmental length has live 609 steel pipe columns for temporarily underpining bracing members using both ends with flange
20cm, 30cm, 40cm, 50cm, 1m, 2m), when top lifting height is more than 20cm, billet is replaced with 20cm thickness steel pipe column, when
Top lifting height meets the steel pipe column height of live correspondingly-sized, with the lower original shorter steel pipe column of longer steel pipe column replacement or faces
When steel cushion block.When top lifting height is more than 50cm, steel pipe column is subjected to effectively connection and forms a support entirety.
Top lifting height is more than stopping jacking after designed elevation 50cm, in intermediate cutting column gap supplement appropriate length
Steel pipe column segment is simultaneously embedded in steel cushion block.
Steel pipe column and jacking superstructure will be limited and widen the newly-built bent cap in side, the half range cored slab that is open to traffic carries out anchoring company
It connects；Stull diagonal brace is added to support system, and is welded with.
6, substructure increase and be transformed and fall beam, climbing structure is made accurately to arrive at design position；
It is drilled and is divided scribing line to bent cap is removed, using rope saw to bent cap progress static(al) cutting, the concrete block of excision makes
It is removed one by one with 50t truck crane, the concrete block of dismounting is filled, consolidated subsoil.
Cutting line is along far from jacking steel pipe column direction and upward opening；It is drilled using water drilling, end bridge pier bore position is located at
Bent cap kernel of section line, abutment bent cap bore empty position and are located at parados and bent cap junction, diameter 10cm；It is calculated by inspection and uses 2
Diameter 30mm, tensile strength 1550Mpa wirerope are perforated, and rope end penetrates the positioning of Φ 100mm*50cm rod iron under wirerope, are held
Bent cap bottom surface, and lock wirerope and bent cap in bent cap top surface setting gooseneck, hanging hook in joint location；Bent cap cuts off
Before opening, crane provides pretension to wirerope, as shown in Figure 9.
After removing bent cap, to abutment floor, end pier stud is lengthened.After cutting at the top of abutment floor, 1m steel is reserved
Muscle is used for spreading, sets up bracket after the binding of reinforcing bar spreading and carries out template installation, uses after the completion of formwork reinforcement from platform back position
Crane cooperates tumbling barrel to carry out concreting.
After being cut at the top of the pier stud of end, 1m reinforcing bar is reserved for spreading, anchor ear and pier stud typified form are installed, checks and hangs down
It directly spends and reinforces, use crane cooperation tumbling barrel progress concreting after ready.
The bracket of bent cap is set up by the way of the pre-buried I-steel of floor in abutment end；Pass mould is carried out after the completion of bent cap reinforcing bar,
Concreting is carried out from platform back position using crane cooperation tumbling barrel after the completion of formwork reinforcement, as shown in Figure 8.
End pier cap beam is constructed bent cap by the way of anchor ear suspended scaffold, carries out pass mould after having bound bent cap reinforcing bar,
After use crane cooperation tumbling barrel to carry out concreting after the completion of formwork reinforcement, as shown in Figure 10.Figure 10 show safety net 22,
General pipe 23, side punching block 24, bamboo slab rubber 25, channel steel 26, I-steel 27, to pull rod 28, steel plate 29.
Bent cap intensity carries out pinner construction after reaching design requirement, and according to design requirement, the position of pinner is referring to jacking
Beam body corresponds to subject to support position, is highly subject to referring to superstructure actual (real) thickness and jacks preceding bridge floor slope in length and breadth.
Beam body first releases anchoring constraint before falling after rise, carries out micro- jacking, takes out supplement steel bracket, and jacking is taken in beam body falling
Opposite way is fallen after rise, realizes that beam body is fallen after rise by beam body gravity itself and hydraulic power unit back pressure, while being protected with temporary support
Guard beam body, beam body falling are checked and accepted afterwards in place.
7. completing the transformation of remaining structure object, climbing structure is removed, equipment is withdrawn from the arena, and intermediate pier stud is increased；
Abutment and end bridge pier lifting-up support are removed after falling beam, makes the bent cap Bearing Seat Force at both ends, intermediate pier still keeps steel branch
Stress is supportted, intermediate pier spreading is carried out.Spreading pier stud upper and lower side is cut, top is made to form an outer convex cone knot
Structure, lower part are indent cone structure；Concrete surface dross is removed, spreading simultaneously encrypts reinforcing bar；Reinforcement welding in place embrace afterwards by installation
It binds round and installs outside steel pipe, the wide 10cm of outside steel pipe radius ratio pier stud above it, upper and lower interface position wraps existing pier stud
Structure pours self-compacting concrete, becomes an entirety, and after concrete strength reaches design requirement, it is anti-to carry out coating
Rust processing, removes remaining bracing members, carries out material installation and withdraws from the arena, as shown in figure 11.Figure 11 shows top column 30, lower part
Column 31, top continued access connection reinforcing bar 32, lower part continued access connect reinforcing bar 33, outsourcing steel pile casting 34, concreting mouth 35, laitance
Overfall 36.
The basic principles, main features and advantages of the invention have been shown and described above.The technical staff of the industry should
Understand, the present invention is not limited to the above embodiments, and the above embodiments and description only describe originals of the invention
Reason, without departing from the spirit and scope of the present invention, various changes and improvements may be made to the invention, these changes and improvements
It all fall within the protetion scope of the claimed invention.The claimed scope of the invention is by appending claims and equivalents circle
It is fixed.
Claims (7)
1. synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation, which comprises the following steps:
S1, structure improvement is carried out to jacking support construction, realizes the jacking of top and the bottom structure synchronization；
S2, limiting device is installed around jacking support construction, reduces jacking horizontal displacement, it is ensured that climbing structure rises vertically；
S3, installation measuring instrument, carry out jacking monitoring；
S4, jacking, and anchoring temporarily are synchronized to spanning top and the bottom structure；
S5, substructure increase and is transformed and falls beam, climbing structure is made accurately to arrive at design position；
S6, the transformation of remaining structure object is completed, removes climbing structure, equipment is withdrawn from the arena.
2. synchronization of jacking up bridge according to claim 1 top and the bottom structure carries out the method that bridge increases transformation, feature
Be, above-mentioned steps S1 specifically includes the following steps:
A1, reinforced concrete foundation is set below existing pier stud, undertakes the load of climbing structure transmitting；
A2, flanged (FLGD) steel pipe column support is arranged above counter-force basis, steel pipe column bottom and counter-force basis carry out bolt anchoring
Levelling with epoxy resin mortar, jacking superstructure bracing members are arranged along bent cap direction, jack top and the bottom structure bracing members along route side
To arrangement；
A3, the distribution beam under arrangement above steel pipe column, lower distribution beam are welded into box-structure using 2 I-steel side by side, will push up
Load is risen to be evenly distributed in steel pipe column support；
A4, self-locking type hydraulic jack, mating oil pump and bridge synchronous jacking system are installed above lower distribution beam；
Upper distribution beam or shoulder pole girder are arranged above A5, jack, are all made of 4 I-steel and are welded into the double-deck box-structure side by side,
Upper distribution beam passes through band epoxy resin mortar steel cushion block and contacts leveling with beam body bottom, and shoulder pole girder is connect by epoxy resin mortar and bent cap bottom
Touching leveling；
A6, steel pipe column support are reinforced by welding channel steel stull and angle steel diagonal brace；Distribution beam, shoulder pole girder weld rigid floor and up and down
Steel plate is reinforced.
3. synchronization of jacking up bridge according to claim 1 top and the bottom structure carries out the method that bridge increases transformation, feature
Be, the limiting device installation method in above-mentioned steps S2 the following steps are included:
More B1, installation steel pipe columns are arranged in spanning surrounding, connect with counter-force foundation anchor, epoxy resin mortar leveling；
B2, longitudinal connection of transverse direction and appropriate location is carried out in steel pipe column two sides with channel steel, it is oblique to be coupled with angle steel, make to limit
Position steel pipe column forms one frame entirety completely, by the existing column of the frame system middle and upper part and bridge, newly building bridge stand
Column top is effectively coupled；
B3, vertical channel steel is welded close to climbing structure side in limit steel pipe column, corresponding superstructure position anchors L-type bracket, by L
Type bracket protrudes into vertical channel steel, reserves the gap of two pieces of tetrafluoro slide plates, and satisfaction slides vertically.
4. synchronization of jacking up bridge according to claim 1 top and the bottom structure carries out the method that bridge increases transformation, feature
Be, the installation method in above-mentioned steps S3 the following steps are included:
C1, channel steel is welded in jacking steel string supports bottom, arrangement dial gauge is contacted with counter-force basis, carries out settlement observation；
C2, it is jacking above bent cap, jacking position of the fulcrum installs dial gauge, carries out jacking elevation observation；
C3, control point is arranged in the corresponding jacking Support Position of bridge floor, carry out coordinate Level monitoring using level, total station；
C4, steel pipe column top is being jacked；Distribution beam, shoulder pole girder span centre；Jacking bent cap, pier stud and hollow Board position are respectively mounted strain
Piece carries out strain value observation.
5. synchronization of jacking up bridge according to claim 1 top and the bottom structure carries out the method that bridge increases transformation, feature
Be, the operating method in above-mentioned steps S4 the following steps are included:
D1, precompressed is carried out to support construction, it is ensured that jack-up system is stablized；
D2, inspection debugging is carried out to climbing structure and hydraulic system, and collects primary data；
D3, cutting substructure connection, carry out pre- jacking 10mm, and every 5mm carries out a support system detection；
D4, pre- jacking are completed, and support system meets the requirements, formally jacked, and formally jacking every 1cm is a stroke, every 4cm
It is recycled for one, it is every push up one circulation and complete that support system is detected and adjusted；
Two sides temporary steel support, top lifting height 20cm or less are increased or underpined to D5, top lifting height beyond after hydraulic jack stroke
Increase bracing members using steel plate or rigid cushion block, replaces short bracing members using long bracing members more than 20cm；
D6, top lifting height are more than designed elevation, reserve substructure rebuilding construction space, are carried out after the completion of jacking to climbing structure
Anchoring temporarily.
6. synchronization of jacking up bridge according to claim 1 top and the bottom structure carries out the method that bridge increases transformation, feature
Be, the operating method in above-mentioned steps S5 the following steps are included:
E1, using rope saw cut bent cap, hung and removed using crane piecemeal；
E2, progress pier stud and floor are increased under the reinforcing of jacking state；
E3, the reconstruction for carrying out bridge pier and abutment bent cap respectively by the method for anchor ear and pre-buried I-steel suspended scaffold；
E4, pinner is rebuild according to design requirement；
E5, it falls beam and returns and drop, adjust support, make newly-built Horizontal Force of Bridge Substructure.
7. synchronization of jacking up bridge according to claim 1 top and the bottom structure carries out the method that bridge increases transformation, feature
Be, the operating method in above-mentioned steps S6 the following steps are included:
F1, jacking substructure truncated position concrete chisel removal is carried out, formation upper end is convex, lower end female structure；
F2, jacking substructure truncated position reinforcing bar spreading is carried out；
F3, installation anchor ear, install outside steel pipe above anchor ear；
F4, pour high-intensitive self-compacting concrete make substructure truncated position reconnect；
Lifting-up support is removed after F5, intensity are qualified, mechanical equipment is withdrawn from the arena.
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| CN112095494A (en) * | 2020-09-30 | 2020-12-18 | 中交路桥华南工程有限公司 | Construction method for heightening bridge pad stone |
| CN112227232A (en) * | 2020-10-16 | 2021-01-15 | 浙江大学 | Pier upright post underpinning method of pier-beam consolidation continuous beam bridge |
| CN112227232B (en) * | 2020-10-16 | 2021-09-28 | 浙江大学 | Pier upright post underpinning method of pier-beam consolidation continuous beam bridge |
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| CN114150674A (en) * | 2021-12-09 | 2022-03-08 | 中冶建筑研究总院（深圳）有限公司 | Foundation pit upright post underpinning method |
| CN114150674B (en) * | 2021-12-09 | 2023-10-03 | 中冶建筑研究总院（深圳）有限公司 | Foundation pit upright post underpinning method |
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Application publication date: 20190521 |